DRAFT_Att1a_GRCA_190083_Vol_00_Drawings_Pg_1to79_4-22-22_4.pdf

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SHEET SUB SHEET TITLE OF SHEET

VOLUME # DESCRIPTION

VOLUME 0 GENERAL

VOLUME 1 SOUTH RIM WATER TREATMENT FACILITIES

VOLUME 2 BRIGHT ANGEL PIPELINE REHABILITATION

VOLUME 3 HAVASUPAI GARDENS DISTRIBUTION IMPROVEMENTS, TCWL

REPLACEMENT, AND 3-PHASE ELECTRICAL DISTRIBUTION IMPROVEMENTS

VOLUME 4 PHANTOM RANCH TREATMENT, DISTRIBUTION, AND ELECTRICAL

IMPROVEMENTS

VOLUME 5 TRANSCANYON WATERLINE REHAB, ROARING SPRINGS TO COTTONWOOD

1 00-G001 PROJECT COVER SHEET

2 00-G002 VOLUME 0 COVER/INDEX SHEET

3 00-G003 GENERAL ABBREVIATIONS

4 00-G004 GENERAL SYMBOLOGY AND SETUP

5 00-G005 PROJECT AREAS AND VICINITY MAP

6 00-G006 CONSTRUCTION SEQUENCING PLAN

7 00-G007 CONTRACTOR SUPPORT FACILITIES VICINITY MAP

8 00-C001 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - CIVIL

9 00-C002 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - EROSION CONTROL

10 00-C501 CIVIL STANDARD DETAILS 1

11 00-C502 CIVIL STANDARD DETAILS 2

12 00-C503 CIVIL STANDARD DETAILS 3

13 00-C504 CIVIL STANDARD DETAILS 4

14 00-C505 CIVIL STANDARD DETAILS 5

15 00-C506 CIVIL STANDARD DETAILS 6

16 00-C507 CIVIL STANDARD DETAILS 7

17 00-C508 CIVIL STANDARD DETAILS 8

18 00-C509 CIVIL STANDARD DETAILS 9

19 00-C510 CIVIL STANDARD DETAILS 10

20 00-C511 PACKAGED LIFT STATION DETAILS

21 00-S001 GENERAL STRUCTURAL STANDARD NOTES

22 00-S501 STRUCTURAL STANDARD DETAILS 1

23 00-S502 STRUCTURAL STANDARD DETAILS 2

24 00-S503 STRUCTURAL STANDARD DETAILS 3

25 00-S504 STRUCTURAL STANDARD DETAILS 4

26 00-S505 STRUCTURAL STANDARD DETAILS 5

27 00-S506 STRUCTURAL STANDARD DETAILS 6

28 00-S507 STRUCTURAL STANDARD DETAILS 7

29 00-S508 STRUCTURAL STANDARD DETAILS 8

30 00-A001 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - ARCHITECTURE

31 00-A501 ARCHITECTURAL STANDARD DETAILS 1

32 00-A502 ARCHITECTURAL STANDARD DETAILS 2

33 00-D001 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - PROCESS

34 00-D002 WATER SYSTEM OPERATIONS SUMMARY

35 00-D003 INTERIM WATER SYSTEM DISINFECTION PLAN

36 00-D501 PROCESS STANDARD DETAILS 1

37 00-D502 PROCESS STANDARD DETAILS 2

38 00-D503 PROCESS STANDARD DETAILS 3

39 00-D504 PROCESS STANDARD DETAILS 4

40 00-D505 CHEMICAL FEED SYSTEM MATERIALS SCHEDULE

41 00-M001 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - MECHANICAL/PLUMBING

42 00-M501 MECHANICAL STANDARD DETAILS 1

43 00-M502 MECHANICAL STANDARD DETAILS 2

44 00-M503 MECHANICAL STANDARD DETAILS 3

45 00-M504 MECHANICAL STANDARD DETAILS 4

46 00-M601 MECHANICAL SCHEDULES 1

47 00-M602 MECHANICAL SCHEDULES 2

48 00-M603 MECHANICAL SCHEDULES 3

49 00-M604 MECHANICAL SCHEDULES 4

50 00-M605 MECHANICAL SCHEDULES 5

51 00-M701 MECHANICAL CONTROLS 1

52 00-M702 MECHANICAL CONTROLS 2

53 00-M703 MECHANICAL CONTROLS 3

54 00-M704 MECHANICAL CONTROLS 4

55 00-P501 PLUMBING STANDARD DETAILS 1

56 00-P502 PLUMBING STANDARD DETAILS 2

57 00-P503 PLUMBING STANDARD DETAILS 3

58 00-P601 PLUMBING SCHEDULES 1

59 00-P602 PLUMBING SCHEDULES 2

60 00-P603 PLUMBING SCHEDULES 3

61 00-P604 PLUMBING SCHEDULES 4

62 00-E001 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - ELECTRICAL 1

63 00-E002 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - ELECTRICAL 2

64 00-E501 ELECTRICAL DETAILS 1

65 00-E502 ELECTRICAL DETAILS 2

66 00-E503 ELECTRICAL DETAILS 3

67 00-E504 ELECTRICAL DETAILS 4

68 00-E505 ELECTRICAL DETAILS 5

69 00-T501 SPECIAL SYSTEM DETAILS SHEET 1

70 00-T502 SPECIAL SYSTEM DETAILS SHEET 2

71 00-Y001 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - INSTRUMENTATION AND CONTROLS 1 72 00-Y002 GENERAL NOTES, ABBREVIATIONS, AND LEGEND - INSTRUMENTATION AND CONTROLS 2

73 00-Y501 INSTRUMENTATION DETAILS 1

74 00-Y502 INSTRUMENTATION DETAILS 2

75 00-Y601 WTP FIBER AND COMMUNICATION DIAGRAM

76 00-Y602 WTP CONTROL PANEL TYPICAL DI WIRING

77 00-Y603 WTP CONTROL PANEL TYPICAL DO WIRING

78 00-Y604 WTP CONTROL PANEL TYPICAL AI WIRING

79 00-Y605 WTP CONTROL PANEL TYPICAL AO WIRING

SHEET SUB SHEET TITLE OF SHEET

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GENERAL

G1. SCOPE

THE NOTES ON THIS SHEET AND THE STANDARD STRUCTURAL DETAILS ARE

GENERAL AND APPLY TO THE ENTIRE PROJECT WHETHER SPECIFICALLY

CALLED OUT OR NOT, EXCEPT WHERE THERE ARE SPECIFIC INDICATIONS TO

THE CONTRARY ON STRUCTURAL SHEETS. IF THERE ARE QUESTIONS, THEY

SHALL BE SUBMITTED TO THE CONTRACTING OFFICER AND ANSWERED IN

WRITING PRIOR TO CONSTRUCTION.

G2. APPLICABLE SPECIFICATIONS AND CODES

A. INTERNATIONAL BUILDING CODE, IBC 2018 WITH APPLICABLE EDITIONS OF

THE CODE REFERENCED STANDARDS.

B. AUTHORITY HAVING JURISDICTION: NATIONAL PARK SERVICE (WIND, SNOW,

AND SEISMIC DESIGN CRITERIA IN ACCORDANCE WITH THE MORE

CONSERVATIVE OF COCONINO COUNTY, AZ AND NATIONAL PARK SERVICE.)

C. CODE REQUIREMENTS FOR ENVIRONMENTAL ENGINEERING CONCRETE

STRUCTURES, ACI 350-06.

D. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318-14.

E. MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND

OTHER STRUCTURES, ASCE 7-16.

F. AMERICAN INSTITUTE OF STEEL CONSTRUCTION STEEL

CONSTRUCTION MANUAL, 15TH ED.

G. STEEL DECK INSTITUTE SPECIFICATION AND LOAD TABLES.

H. RCSC'S SPECIFICATION FOR STRUCUTRAL JOINTS USING HIGH-STRENGTH

BOLTS.

I. AMERICAN WELDING SOCIETY, AWS D1.1, D1.3, D1.4

J. ASTM MATERIAL STANDARDS AS NOTED.

G3. DESIGN CRITERIA (APPLIES TO ALL STRUCTURES, UNO)

A. DEAD LOAD:

1. ACTUAL TRIBUTARY STRUCTURE WEIGHT

2. SUPERIMPOSED DEAD LOAD: 20 PSF AT ROOF

B. LIVE LOAD:

1. ELEVATED FLOORS: 150 PSF

2. WALKWAYS, STAIRS, GRATING: 100 PSF

3. SLAB ON GRADE, PROCESS/ELEC'L EQUIPMENT AREAS: 250 PSF

4. ROOF: 20 PSF (NOT REDUCIBLE)

C. WIND (ALL SITES):

1. ULTIMATE WIND SPEED: 111 MPH

2. NOMINAL WIND SPEED 85 MPH

3. EXPOSURE: C

4. ALL STRUCTURES ARE ENCLOSED

5. FOR COMPONENTS AND CLADDING PRESSURES, SEE 2/01-S106

D. SEISMIC:

1. SOUTH RIM WTP SITE (01 SERIES DRAWINGS):

a. RISK CATEGORY = IV

b. IMPORTANCE FACTOR: 1.50

c. SPECTRAL RESPONSE ACCELERATION, SS = 0.377

d. SPECTRAL RESPONSE ACCELERATION, S1 = 0.114

e. SITE CLASS: B

f. SEISMIC DESIGN CATEGORY: C

g. SPECTRAL RESPONSE COEFFICIENT, SDS = 0.251

h. SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.076

i. BASIC SEISMIC FORCE RESISTING SYSTEM: SPECIAL REINFORCED

MASONRY SHEAR WALLS

j. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

k. DESIGN BASE SHEAR: 265 KIPS

l. SEISMIC RESPONSE COEFFICIENT, = 0.0754 * W

m. RESPONSE MODIFICATION FACTOR, = 5.0

2. PHANTOM RANCH WTP SITE (04 SERIES DRAWINGS):

a. RISK CATEGORY = IV

b. IMPORTANCE FACTOR: 1.50

c. SPECTRAL RESPONSE ACCELERATION, SS = 0.375

d. SPECTRAL RESPONSE ACCELERATION, S1 = 0.113

e. SITE CLASS: C

f. SEISMIC DESIGN CATEGORY: C

g. SPECTRAL RESPONSE COEFFICIENT, SDS = 0.325

h. SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.113

i. BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL SYSTEM NOT

SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE, EXCLUDING

CANTILEVER COLUMN SYSTEMS

j. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

k. DESIGN BASE SHEAR: 50 KIPS

l. SEISMIC RESPONSE COEFFICIENT, = 0.163 * W

m. RESPONSE MODIFICATION FACTOR, = 3.0

E. SNOW LOAD:

1. SOUTH RIM WTP SITE (01 SERIES DRAWINGS):

a. GROUND SNOW LOAD = 60 PSF

b. FLAT ROOF SNOW LOAD = 46 PSF

c. EXPOSURE FACTOR = 1.0

d. IMPORTANCE FACTOR = 1.2

e. THERMAL FACTOR = 0.9

2. PHANTOM RANCH WTP SITE (04 SERIES DRAWINGS):

a. GROUND SNOW LOAD = 20 PSF

b. FLAT ROOF SNOW LOAD = 20 PSF

F. FLOOD CRITERIA:

1. LOWEST BUILDING FLOOR ELEVATION = 7046.50'

2. DRY FLOOD PROOFED ELEVATION = 7049.50'

3. 100 YEAR FLOOD ELEVATION = N/A

G4. THE FOLLOWING NON-CONTRACTUAL GEOTECHNICAL REPORT WAS

DEVELOPED FOR THE SOUTH RIM WTP SITE AND IS THE BASIS OF THIS

STRUCTURAL DESIGN:

GEOTECHNICAL FIRM NAME: LITHOS ENGINEERING

ADDRESS: 2750 SOUTH WADSWORTH BLVD, SUITE D-200, DENVER, CO 80277

REPORT NUMBER: 16066

REPORT DATE: OCTOBER 5, 2021

ALLOWABLE [NET] SOIL BEARING = 5,000 PSF

CONCRETE

C1. DESIGN STRENGTHS:

F'c = 4,500 PSI CONCRETE (UNO) F'c = 5,000 PSI CONCRETE (WATER BEARING CONCRETE) Fy = 60,000 PSI REINFORMENT BARS - ASTM A615, GR 60 Fy = 60,000 PSI REINFORCEMENT BARS TO BE WELDED - ASTM A706, GR 60

C2. CONCRETE COVER

UNLESS OTHERWISE NOTED, PROVIDE CONCRETE COVER FOR

REINFORCING AS FOLLOWS:

- CONCRETE DEPOSITED AGAINST EARTH: 3"

- ALL OTHER: 2"

- WATERSTOPS: 3"

SEE DRAWINGS FOR EXCEPTIONS

C3. SEE SPECIFICATIONS FOR REINFORCING PLACEMENT REQUIREMENTS.

C4. REFER TO OTHER DISCIPLINE DRAWINGS PRIOR TO CONSTRUCTION FOR

EMBEDDED ITEMS AND PENETRATIONS NOT SHOWN ON STRUCTURAL

DRAWINGS, BUT REQUIRED TO ACCOMMODATE ALL WORK SHOWN OR

SPECIFIED IN THE CONTRACT DOCUMENTS AND OTHERWISE REQUIRED

FOR THE FURNISHING OF A FUNCTIONALLY COMPLETE PROJECT.

REINFORCE AROUND OPENINGS PER STANDARD STRUCTURAL DETAILS

UNLESS OTHERWISE SHOWN.

C5. PROVIDE 3/4" CHAMFERS AT ALL EXPOSED EDGES AND 1/2" CHAMFERS AT

JOINTS AS SHOWN. NOT ALL CHAMFERS MAY BE SHOWN ON DRAWINGS.

C6. FIELD ADJUST REINFORCING AT OPENINGS AND EMBEDDED ITEMS AS

INDICATED.

C7. ANCHOR RODS NOT SPECIFIED SHALL BE DESIGNED AND CERTIFIED BY A

REGISTERED PROFESSIONAL ENGINEER, RETAINED BY THE CONTRACTOR,

IN ACCORDANCE WITH APPLICABLE PROJECT AND CODE REQUIREMENTS.

SUBMIT AS A SHOP DRAWING FOR REVIEW AND APPROVAL BY THE

CONTRACTING OFFICER. COORDINATE LOCATION, SIZE AND EMBEDMENT

PRIOR TO CASTING CONCRETE.

C8. CONTINUOUS WATERSTOP SHALL BE INSTALLED IN JOINTS SUBJECT TO

STATIC WATER PRESSURE.

STEEL

S1. DESIGN STRENGTHS:

WIDE FLANGE AND TEES - ASTM 992: Fy=50 KSI PIPES - ASTM A53, GRADE B: Fy=35 KSI

STAINLESS STEEL, TYPE 304 OR 316 AND TYPE

304L AND 316L WHERE WELDING IS REQUIRED: Fy=33 KSI HSS SECTIONS, ASTM A500 GRADE C: Fy=50 KSI ALL OTHER PLATES AND SHAPES, ASTM A36: Fy=36 KSI WEATHERING STEEL, ASTM GRADE A588 (A242):Fy=50 KSI ANCHOR RODS, ASTM F1554 GRADE 36: Fy=36 KSI

S2. DIMENSIONS:

TO CENTERLINES OF COLUMNS AND BEAMS, TOP SURFACES OF BEAMS

AND TUBES AND BACKS OF CHANNELS AND ANGLES UNO.

S3. ELEVATIONS:

TOP OF STEEL REFERS TO TOP SURFACE OF MEMBER OR FLANGE UNO.

S4. ALL WELDS AND WELDING PROCEDURES SHALL BE PERFORMED IN

ACCORDANCE WITH APPLICABLE PROVISIONS OF AISC AND AWS

WELDING PROCEDURES AND CODES OUTLINED IN THE SPECIFICATION. ALL

WELDS SHALL BE MADE WITH E-70XX ELECTRODES AND IN ACCORDANCE

WITH AWS FOR METAL ALLOY BEING WELDED UNLESS NOTED OTHERWISE.

S5. WHEN FILLET WELD SIZE IS NOT INDICATED, PROVIDE MAXIMUM WELD SIZE

BASED ON MATERIAL THICKNESS IN ACCORDANCE WITH AISC

SPECIFICATIONS.

S6. ALL BOLTED STRUCTURAL CONNECTIONS ARE BEARING TYPE

CONNECTIONS UNLESS OTHERWISE SPECIFIED TO BE SLIP-CRITICAL.

PROVIDE LOAD INDICATING WASHERS AT SLIP-CRITICAL CONNECTIONS.

S7. CONFORM TO AISC 360, STEEL CONSTRUCTION MANUAL AND AISC 341,

SEISMIC DESIGN MANUAL.

S8. THE SEISMIC LOAD RESISTING SYSTEM (SLRS) IS DENOTED ON THE

FRAMING PLANS AND FRAME ELEVATIONS. THE SLRS DESIGNATION

INCLUDES THE MEMBER AND CONNECTIONS AT EACH END. FRAMES ARE

DENOTED AS FOLLOWS:

A. MOMENT FRAME:

B. CONCENTRICALLY BRACED FRAME:

FOR SLRS SYSTEMS OR PARTS OF SYSTEMS THAT ARE NOT INCLUDED

IN FRAMES, (SLRS) IS PLACED NEXT TO THE BEAM SIZE ON

THE FRAMING PLAN (eg: ON A COLLECTOR ELEMENT

(DRAG STRUT):

OPEN WEB STEEL JOIST:

SJ1. STEEL JOISTS ARE SIZED AS SHOWN ON THE DRAWINGS AND DESIGNED

BY THE CONTRACTOR FOR THE LOADINGS INDICATED.

SJ2. STEEL JOISTS AND BRIDGING SHALL BE DESIGNED BY THE

MANUFACTURER TO RESIST UPLIFT LOAD INDICATED ON THE

DRAWINGS.

SJ3. CONCENTRATED LOADS SHALL BE LOCATED WITHIN 4 INCHES OF A PANEL

POINT OR SPECIAL REINFORCEMENT MUST BE ADDED PER "TYPICAL JOIST

REINFORCING @ CONCENTRATED LOAD DETAIL"

SJ4. ADJUST JOIST BRIDGING DESIGN AND DETAILING WHERE MECHANICAL

DUCTS OR OTHER OBSTRUCTIONS RUN BETWEEN THE JOISTS.

SEE "TYPICAL INTERRUPTION OF BRIDGING @ DUCTWORK DETAIL".

C9. ABSOLUTELY NO WELDING OF REINFORCING BARS OR TORCHING TO BEND

REINFORCING BARS SHALL BE ALLOWED WITHOUT SPECIFIC APPROVAL

FROM THE CONTRACTING OFFICER.

C10. CONTRACTOR SHALL SUBMIT A CONCRETE PLACEMENT PLAN PER

SPECIFICATION SECTTION 03 31 31 IDENTIFYING JOINT TYPES, JOINT

LOCATIONS AND CONCRETE PLACEMENT SEQUENCE.

C11. ALL CAST-IN-PLACE AND POST-INSTALLED ANCHORS INDICATED IN THE

STRUCTURAL DOCUMENTS SHALL COMPLY WITH CHAPTER 17 OF ACI 318

AND CHAPTER 19 OF THE IBC. ALL EXPANSION AND ADHESIVE ANCHORS

SHALL HAVE AN ICC REPORT SHOWING EQUIVALENT LOAD CAPACITY.

SUBMIT AND INSTALL PER THE ICC EVALUATION REPORT.

MASONRY

M1. DESIGN STRENGTHS:

1. MASONRY DESIGN STRENGTH, F'm= 1500 PSI

2. REINFORCING STEEL - ASTM A615, Fy = 60,000 PSI

3. GROUT - ASTM C476, F'c = 2,000 PSI

4. MORTAR - ASTM C270, TYPE S, F'c = 2,000 PSI

5. JOINT REINFORCING - TRUSS TYP

M2. GROUT FOR FILLING MASONRY CAVITIES TO BE COARSE GROUT UNO,

MAXIMUM COARSE AGGREGATE SIZE IS 3/8 INCH.

M3. GROUT POURS SHALL NOT EXCEED 4 FEET IN HEIGHT UNLESS CLEANOUTS

ARE PROVIDED IN THE BOTTOM COURSE OF THE CELL(S) TO BE GROUTED

AND WRITTEN PERMISSION IS OBTAINED FOR HIGH LIFT GROUTING.

M4. RESTRICTED BAR ANCHORAGE:

IN CASES WHERE REINFORCING BARS CANNOT BE EXTENDED AS FAR

AS REQUIRED, THE BARS SHALL EXTEND AS FAR AS POSSIBLE AND END

IN STANDARD HOOK. SHOW ON SHOP DRAWINGS AND HIGHLIGHT WITH

A BOX TO BRING TO CONTRACTING OFFICER'S ATTENTION.

M5. ANCHOR RODS:

ALL EXPANSION AND ADHESIVE ANCHORS SHALL HAVE AN ICC REPORT

SHOWING EQUIVALENT LOAD CAPACITY. SUBMIT AND INSTALL PER THE

ICC EVALUATION REPORT.

M6. IF BOND BEAMS AT INTERSECTING WALLS ARE SHOWN ON THE DRAWINGS

TO MEET AT DIFFERENT ELEVATIONS, EXTEND REINFORCING OF BOTH

BOND BEAMS AROUND INTERSECTING CORNER NOT LESS THAN 4 FEET IN

EACH DIRECTION.

M7. LINTEL BLOCKS SHALL NOT BE USED AS BOND BEAM BLOCKS EXCEPT

AT OPENINGS WHERE BOND BEAMS AND LINTELS COINCIDE.

ALUMINUM

A1. STRUCTURAL ALUMINUM YIELD STRENGTHS

STRUCTURAL ALUMINUM: Fy=35 KSI

STRUCTURAL ALUMINUM IS ALLOY 6061-T6 UNO

A2. DIMENSIONS:

TO CENTERLINES OF COLUMNS AND BEAMS, TOP SURFACES OF BEAMS

AND TUBES AND BACKS OF CHANNELS AND ANGLES UNO.

A3. ELEVATIONS:

TOP OF ALUMINUM REFERS TO TOP SURFACE OR FLANGE OF MEMBER UNO.

A4. WHEN FILLET WELD SIZE IS NOT INDICATED, PROVIDE MAXIMUM WELD SIZE

FOR THE MATERIAL THICKNESS IN ACCORDANCE WITH THE LATEST

EDITION OF THE "ALUMINUM DESIGN MANUAL" BY THE ALUMINUM

ASSOCIATION.

A5. ALUMINUM IN CONTACT WITH DISSIMILAR MATERIALS OR CONCRETE:

CONTACT SURFACES SHALL BE PROVIDED WITH GALVANIC SEPARATION

PER SPECIFICATIONS.

STEEL DECK:

SD1. THE DESIGN, FABRICATION, AND ERECTION OF METAL DECKING SHALL BE

IN ACCORDANCE WITH THE CURRENT EDITION OF THE SDI

SPECIFICATIONS AND THE SDI DIAPHRAGM MANUAL

SD2. STEEL ROOF DECK IS 2.0DA-24.5, 20 GAUGE HOT DIPPED GALVANIZED WITH

A SHOP PAINT OR AS SHOWN ON THE PLANS DESIGNED FOR THE DEAD

AND LIVE LOADS INDICATED.

SD3. STEEL ROOF DECK IS TO BE A STRUCTURAL DIAPHRAGM AND

SHALL BE CONNECTED TO THE STRUCTURE AS SHOWN ON

DETAIL 4/00-S507.

SD4. THE PLANS INDICATE DECK SPAN DIRECTION.

SD5. SUSPENDED CEILINGS, LIGHT FIXTURES, DUCTS, AND OTHER UTILITIES

SHALL NOT BE SUPPORTED FROM THE STEEL DECK.

(SLRS)

MEMBER DESIGNATION (SLRS)

(SLRS)

DEFERRED SUBMITTALS

D1. PORTIONS OF THE STRUCTURE HAVE ELEMENTS OF PROPRIETARY

DESIGN AND FABRICATION, WHICH SHALL BE SUBMITTED BY THE SUPPLIER

FOR APPROVAL.

D2. DEFERRED SUBMITTAL WILL BE REVIEWED AND APPROVED BY THE

CONTRACTING OFFICER FOR COMPLIANCE WITH THE SPECIFIED DESIGN

REQUIREMENTS.

D3. DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR

DESIGN AND SUBMITTED DOCUMENTS HAVE BEEN APPROVED BY THE

AUTHORITY HAVING JURISDICTION.

D4. DEFERRED SUBMITTALS INCLUDE:

1. GUARDRAIL

2. STAIRS

3. FRP GRATING AND ASSOCIATED SUPPORTS AND CONNECTIONS

4. LADDERS

5. PRECAST CONCRETE ELEMENTS

GENERAL (CONTINUED)

G5. THE FOLLOWING NON-CONTRACTUAL GEOTECHNICAL REPORT WAS

DEVELOPED FOR THE PHANTOM RANCH WTP SITE AND IS THE BASIS OF

THIS STRUCTURAL DESIGN:

GEOTECHNICAL FIRM NAME: LITHOS ENGINEERING

ADDRESS: 2750 SOUTH WADSWORTH BLVD, SUITE D-200, DENVER, CO

REPORT NUMBER: 16066-1

REPORT DATE: JULY 6, 2018

ALLOWABLE [NET] SOIL BEARING = 3,000 PSF

G6. SAFETY

SAFETY AND STRUCTURE STABILITY DURING CONSTRUCTION ARE THE

SOLE RESPONSIBILITY OF THE CONTRACTOR. STRUCTURES HAVE BEEN

DESIGNED TO RESIST THE DESIGN LIVE LOADS ONLY AS A COMPLETED

STRUCTURE.

G7. OPENINGS

OPENINGS FOR PIPES, DUCTS, CONDUITS, ETC. ARE NOT ALL SHOWN ON

THE STRUCTURAL DRAWINGS. COORDINATE AND PROVIDE OPENINGS AS

REQUIRED TO ACCOMMODATE ALL WORK SHOWN OR SPECIFIED IN THE

CONTRACT DOCUMENTS AND OTHERWISE REQUIRED FOR THE

FURNISHING OF A FUNCTIONALLY COMPLETE PROJECT. REINFORCE

AROUND OPENINGS PER STANDARD STRUCTURAL DETAILS UNLESS

OTHERWISE SHOWN.

G8. SPECIAL INSPECTIONS

SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE WITH CHAPTER 1

AND CHAPTER 17 OF THE IBC. PAYMENT FOR THESE INSPECTIONS IS

THE RESPONSIBILITY OF THE CONTRACTOR IN ACCORDANCE WITH THE

REQUIREMENTS OF SPECIFICATION SECTION 01 40 00. THE CONTRACTOR

SHALL PROVIDE FOR FULL ACCESS TO THE WORK BY THE SPECIAL

INSPECTOR AND SHALL PROVIDE FOR THESE INSPECTIONS IN THE

OVERALL CONSTRUCTION SCHEDULE. THE SPECIAL INSPECTION

PROGRAM SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION

01 40 00 AND "STATEMENT OF STRUCTURAL TESTS AND SPECIAL

INSPECTIONS" DOCUMENTS INCLUDED AS ATTACHMENTS TO

SPECIFICATION SECTION 01 40 00.

G9. STANDARD DETAILS

THE STANDARD DETAILS DEPICT TYPICAL DETAILING TO BE USED ON THIS

PROJECT. IF CONDITIONS ARE NOT EXPLICITLY SHOWN ON THE

DRAWINGS THEY SHALL BE MADE SIMILAR TO THE STANDARD DETAILS.

OBTAIN APPROVAL OF CONTRACTING OFFICER IN WRITING FOR SIMILAR

CONDITIONS PRIOR TO CONSTRUCTION.

G10. THE CONTACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS

OF EXISTING CONSTRUCTION AS REQUIRED TO COORDINATE NEW

CONSTRUCTION. SUBMIT REQUIRED CHANGES FOR APPROVAL.

G11. CONTRACTOR TO SUBMIT FOR REVIEW ALL EQUIPMENT SIZES, OPERATING

WEIGHTS, VIBRATION FORCES, SUPPORT LOCATIONS, ALONG WITH ANY

FLOOR OPENINGS, NOTCHES, AND RECESSES REQUIRED BY SUCH

EQUIPMENT. CONCRETE SUPPORT PADS AND/OR FRAMING REQUIRED TO

SUPPORT SAID EQUIPMENT SHALL NOT BE FABRICATED AND PLACED UNTIL

THE CONCRETE SUPPORT PADS AND/OR FRAMING IS APPROVED TO

SUPPORT THE EQUIPMENT.

STEEL CONT'D

S9. ALL STEEL BEAMS SHALL RECEIVE STANDARD CAMBER PER THE

SPECIFICATIONS UNLESS NOTED OTHERWISE ON THE PLANS. BEAMS

REQUIRING SPECIAL CAMBER ARE DENOTED ON THE BEAMS SHOWN

ON THE FRAMING PLANS. EXAMPLE: (+1/2") INDICATES ½".

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

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GRAND CANYON NATIONAL PARK

190083

GENERAL STRUCTURAL

STANDARD NOTES

T. HAMLIN

B. SATPATHY

04/22/2022

H. ISUFAJ

14456600- 21 737 741

RECTANGULAR OPENING DETAIL CIRCULAR OPENING DETAIL

TWO #5 X 4'-0" EACH

FACE TYP 4 LOCATIONS

ADDITIONAL REINF

SEE NOTE 1

NOTES:

1. PROVIDE ADDITIONAL REINFORCING THE SAME SIZE AS

DISCONTINUOUS REINFORCEMENT AT OPENING. QUANTITY OF

REINFORCING IN EACH DIRECTION SHALL BE EQUAL TO, OR ONE

GREATER THAN, THE NUMBER OF DISCONTINUOUS BARS. PLACE

1/2 OF ADDITIONAL REINFORCING BARS EACH SIDE OF OPENING,

PLACE ADDITIONAL REINFORCEMENT AT 3" OC (TYPICAL BOTH

DIRECTIONS AND ALL LAYERS OF REINFORCEMENT). START

FIRST BAR 2" CLEAR TO OPENING.

2. EXTEND ADDITIONAL REINFORCING BEYOND EDGE OF OPENING

AS SHOWN ABOVE. ADDITIONAL BARS MAY TERMINATE AT THE

END OF THE WALL WITH A STANDARD HOOK WHERE THE LENGTH

OF THE WALL WILL NOT PERMIT BARS TO EXTEND AS SHOWN

ABOVE.

3. TYPICAL WALL OR SLAB REINFORCING NOT SHOWN FOR CLARITY.

TERMINATE TYPICAL REINFORCING 2" CLEAR TO OPENING.

4. OPENINGS 6" OR LESS IN SLABS AND WALLS, NO EXTRA REBARS

ARE REQUIRED UNLESS SHOWN OTHERWISE. TYPICAL

REINFORCING SHALL BE RESPACED (NOT CUT) TO ALLOW FOR

OPENINGS TO BE MADE.

5. UNLESS SHOWN OTHERWISE ON DRAWINGS, PROVIDE EXTRA

REINFORCING AROUND OPENINGS AS SHOWN AND INDICATED

ABOVE.

6. PROVIDE ADDITIONAL DOWELS PER NOTE 1 ABOVE FOR ALL

OPENINGS NEAR THE FLOOR SLAB, BASE SLAB, OR CORNERS.

+6",TYP

LAP SPLICE W

+6",TYP

LAP SPLICE

CL

L D

VERTICAL TEEVERTICAL ELL

FLAT CROSSFLAT TEE

FLAT ELLVERTICAL CROSS

NOTES:

1. BULB TYPE WATERSTOPS SHALL BE HANDLED

SIMILAR TO AS SHOWN WITH BULB JOINTS

MITERED FOR FULL CONTINUITY OF HOLLOW

BULB.

2. ONLY STRAIGHT BUTT JOINT WELDS ARE ALLOWED

IN THE FIELD.

4'-0"

MIN

TYP

STD HOOK

STD

HOOK

NOTES:

1. ALL HOOKS SHALL BE STD 90 DEGREE HOOKS.

2. SEE DRAWINGS FOR ADDITIONAL HORIZONTAL BARS.

STAGGER BETWEEN TYPICAL REINF SPACING, EXTEND TO 1/5

OF DISTANCE TO NEAREST ADJACENT WALL IN EACH

DIRECTION, UNO.

3. OPTIONAL LAP LOCATION. APPLIES TO BOTH DOUBLE AND

SINGLE LAYER CONDITIONS TYP.

HOOK

ALTERNATE DIRECTION

OF HOOKS

SEE DRAWINGS

FOR REINF SIZE

AND LOCATION,

TYP

SEE

NOTE 3

LAP SPLICE + 6"

L A

P S

P L

IC

E

LAP

OPTIONAL

1'-3 3/4"

#3

BAR

#4

#5

#6

14"

BARS SPACED

GREATER

THAN 4"

BARS SPACED

LESS THAN OR

EQUAL TO

19"

29"

39"

NOTES:

1. PROVIDE MINIMUM LAP SPLICE LENGTHS AND EMBEDMENTS PER

TABLE UNLESS OTHERWISE NOTED. EMBEDMENT LENGTH

EQUALS THE LAP SPLICE LENGTH UNLESS OTHERWISE NOTED.

2. BAR SPACING AT LAP SPLICE IS THE MINIMUM CLEAR

DISTANCE BETWEEN LAPPED BARS PLUS ONE BAR DIAMETER.

3. ALL SPLICES SHALL BE CONTACT SPLICES AND WIRED

TOGETHER UNLESS OTHERWISE APPROVED BY THE ENGINEER.

LAP SPLICE AND EMBEDMENT

LENGTH LENGTHS f'c = 4 - 5 KSI, Fy = 60 KSI

#7 55"

#8 69"

#9 76"

#10 97"

#11 120"

20"

32"

46"

62"

87"

107"

116"

140"

146"

KEYED CONSTRUCTION JOINT

ROUGHENED CONSTRUCTION JOINT

1 1/2" WIDE

CONT KEYWAY

WATERSTOP IF INDICATED

PLACE AT CENTERED OF

KEYWAY

NOTE:

1. SEE SPECIFICATION FOR REQUIREMENT TO TIE WATERSTOPS

IN PLACE TO PREVENT MOVEMENT OR FOLDING OVER.

CONT REINF THRU

CONSTRUCTION JT

CONT REINF THRU

CONSTRUCTION JOINT

ROUGHEN SURFACE

WATERSTOP IF INDICATED

CENTER IN THICKNESS

SOIL WHERE

APPLICABLE

1 1/2"

E Q

E Q

E Q

LAP

SOIL WHERE

APPLICABLE

180 DEG STD HOOK90 DEG STD HOOK

CONCRETE JOINT

TL

3"

5"

4 1/2"

HW

4"

5"

3"

7"

8"

1'-1"

11 3/4"

8"

7"

1'-2 3/4"

1'-1 1/4" 11 1/2"

10 1/2"

6"6"

HL

8"

6"

10"

Ldh

BAR SIZE

GRADE 60

#3

#5

#4 7"

9"

6"

1'-2"

1'-7"

1'-4"

1'-10"

2'-0"

#7

#9

#8

#10

#11

15"

17"

19"

14"

12"

#6 10"1'-0" f'c=4.0-5.0 KSI OR 4.5 KSI

D

2 1/4"

3 3/4"

3"

5 1/4"

6"

12"

10 3/4"

9 1/2"

4 1/2"

COMPLYING WITH MINIMUM COVER REQUIREMENTS OF

ACI 318, OTHERWISE Ldh MUST BE RE-CALCULATED.

L E

N G

T H

L d h

D E

V E

L O

P M

E N

T

D T

Y P

* MIN

COVER

HL=

HOOK LENGTH

M

IN

C

O V

E R

HW =

HOOK WIDTH

T L

T A

IL

L

E N

G T

H

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

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M

S501

GRAND CANYON NATIONAL PARK

190083

STRUCTURAL STANDARD

DETAILS 1

T. HAMLIN

B. SATPATHY

04/22/2022

H. ISUFAJ

14456600-

NO SCALE00-S501

1 EXTRA REINFORCING AROUND SLAB AND WALL OPENINGS IN WALLS AND SLABS NO SCALE00-S501

2 SHOP FABRICATED WATERSTOP

NO SCALE00-S501

WALL REINFORCEMENT AT CORNERS

AND INTERSECTIONS3

NO SCALE00-S501

CONCRETE REINFORCING LAP AND

EMBEDMENT SCHEDULE4

NO SCALE00-S501

6 CONSTRUCTION JOINT (CJ)

NO SCALE00-S501

5 REINFORCING HOOK SCHEDULE

22 737 741

4" MIN

NOTES:

1. PROVIDE ABOVE PAD UNDER ALL ELECTRICAL AND MECHANICAL EQUIPMENT SUPPORTED ON

STRUCTURAL SLABS. ALSO PROVIDE FOR EQUIPMENT WEIGHING LESS THAN 5000 POUNDS

WHICH ARE SUPPORTED ON GRADE, OR WHERE SPECIFICALLY NOTED ON PLANS. FOR PAD

HEIGHT GREATER THAN 8", SEE DETAIL 2 THIS SHEET.

2. PAD THICKNESS SHALL BE A MINIMUM OF 4". CONTRACTOR SHALL VERIFY THE PAD

DIMENSIONS.

3. PROVIDE EMBEDDED CHANNELS FOR ANCHORING ELECTRICAL EQUIPMENT WHERE

REQUIRED.

PAD NOTES:

1. EQUIPMENT PAD DETAILS ON THIS SHEET APPLY FOR SUPPORT OF ALL EQUIPMENT UNLESS

INDICATED OTHERWISE ON THE DRAWINGS.

2. BEFORE EQUIPMENT SUPPORT PADS ARE CAST, THE PAD SIZES AND REINFORCING SHALL BE

APPROVED BY THE CONTRACTING OFFICER AS BEING CAPABLE OF SUPPORTING EQUIPMENT TO

BE PLACED THEREON. EQUIPMENT BASE DIMENSIONS SHALL BE THE LARGER OF AS DETERMINED

BY THE EQUIPMENT MANUFACTURER OR AS INDICATED ON THE DRAWINGS. SUBMIT ALL

EQUIPMENT DIMENSIONS AND LOADS TO CONTRACTING OFFICER.

3. 6" MINIMUM PAD EDGE DIMENSION TO EQUIPMENT ANCHOR BOLT APPLIES FOR ALL NON-

ELECTRICAL EQUIPMENT SUPPORT PADS. AT ELECTRICAL EQUIPMENT, PROVIDE 1" FROM EDGE

OF EQUIPMENT TO EDGE OF PAD.

4. THE SIZE, NUMBER, TYPE, LOCATION AND THREAD PROJECTION OF THE ANCHOR BOLTS SHALL BE

AS DETERMINED BY THE EQUIPMENT MANUFACTURER AND SHALL BE AS APPROVED BY THE

CONTRACTING OFFICER. ANCHOR BOLTS SHALL BE HELD IN POSITION WITH A TEMPLATE WHILE

EQUIPMENT BASE IS BEING CAST.

5. EQUIPMENT BASES SHALL BE INSTALLED LEVEL UNLESS SPECIFIED OTHERWISE, TOLERANCE IS

1/8" ACROSS PLAN DIAGONALS.

CORNER BAR, TYP

4" MIN

8" MAX

SEE PLAN FOR SLAB

THICKNESS AND REINF 3" CLR AT SLAB-ON-GRADE

1 1/2" CLR AT ELEVATED SLAB

#4@12 TYP, DRILL AND ADHESIVE

ANCHOR INTO EXISTING SLAB PER

DETAIL 6 OF THIS SHEET OR #4@12"

HOOKED EE CAST INTO NEW SLAB

1 1/2"

CLR

CONCRETE SURFACE SHALL BE

CLEAN, FREE OF LAITANCE,

ROUGHENED TO A 1/4" AMPLITUDE,

AND COATED WITH BONDING AGENT

#4@12 EW

EQUIPMENT ANCHOR BOLT

EQUIPMENT BASE PLATE

8" LEG

3/4" CHAMFER TYP

/4

6" MIN

6" MIN

SEE PAD

NOTE 3

1/4"

/8

/8

FOR EQUIPMENT PADS

OUTSIDE ON GRADE

SEE 3/00-S503

NOTES:

1. SEE PAD NOTES AT DETAIL 1 THIS SHEET.

2. DRILL INTO SLAB TO INDICATED DEPTH AT 12" ON CENTER AROUND PERIMETER

OF EQUIPMENT BASE AND SET #5 DOWEL HOOKED AS SHOWN USING ADHESIVE

FOR CONCRETE ANCHORS. THICKNESS TO BE COORDINATED WITH EQUIPMENT

SUPPLIER. THICKEN SLAB ON GRADE BELOW EQUIPMENT PAD AS REQUIRED TO

MAINTAIN MINIMUM 3" COVER ON EQUIPMENT ANCHOR BOLTS.

3. FOR EQUIPMENT BASES ON NEW SLABS, PROVIDE #5 DOWELS HAVING TWO

HOOKED ENDS AT 12" ON CENTER AROUND PERIMETER, UNO.

4. FOR DYNAMIC EQUIPMENT GREATER THAN 50 HP, SEE DETAIL 3 ON SHEET

00-S508.

ANCHOR BOLT SEE

PAD NOTE 4 ON DETAIL

8" MIN UNO OR

AS REQD BY

EQUIPMENT

FURNISHED

1" MIN

NON-SHRINK GROUT

3/4" CHAMFER TYP

EQUIPMENT BASE#5@12" EW

SEE NOTE 3

SEE NOTE 2

CONCRETE SURFACE SHALL BE CLEAN,

FREE OF LAITANCE, ROUGHENED TO A

1/4" AMPLITUDE, AND COATED WITH

BONDING AGENT

#5@6

CLOSED TIES

SEE PLAN FOR SLAB

THICKNESS AND REINF

/8

4" MIN

6" MIN

TYP

2" CLR

E M

B E

D

1/00-S502

HOOK T&B

BARS, TYP

MATCH VERT WALL

REINFORCEMENT UNO

WALL WHERE OCCURS

SLAB EDGE,

WHERE OCCURS

DOWELS W/ HOOKED ENDS

AS SHOWN, MATCH SLAB

REINFORCING SIZE & SPACING

WATERSTOP ALL AROUND

NOTES:

1. REINFORCING SIZE AND SPACING OF ALL SUMP BARS TO MATCH

SLAB HORIZONTAL BAR SIZE AND SPACING

PER PLANPER PLANt t t

P E

R P

L A

N

STANDARD

HOOK, TYP

EXTEND BOTTOM MAT AS SHOWN. WHERE

2" MIN CLEARANCE BETWEEN MAT AND

SUMP IS MAINTAINED. TERMINATE W/ HOOK

WHERE CLEARANCE IS NOT FEASIBLE

HORIZONTAL Z BARS EA WAY W/ STD

HOOKS, SIZE AND SPACE TO MATCH

SLAB REINFORCEMENT

MATCH VERT WALL

REINFORCEMENT UNO

HOOKED TOP BARS

WALL WHERE OCCURS

WHERE BOTTOM OF SUMP IS MORE THAN

4" ABOVE BOTTOM MAT, ADD #5 @ 12"

E.W. BELOW SUMP AS SHOWN

WATERSTOP

PER PLAN

t2 t1 t2 t1

SLOPE 2% MIN.

FROM DOOR

1/2" EXP. JOINT. LOCATE

BELOW DOOR JAMB OR

CENTER IN STEMWALL#4 CONT.

@ 12" OC

#4x4'-0" @12" OC, CENTERED OVER

EXPANSION JOINT

NOTES:

1. AT STAIR STOOPS, PROVIDE SIMILAR STOOP WITH TURNED-DOWN EDGE.

#4@12" EW W/

HOOKED ENDS

FOUNDATION WALL

(REINF. NOT SHOWN)

#4@12 30"

30"

TURNED DOWN SLAB

EDGE ON 3 SIDES

COMPACTED FILL,

GRANULAR FILL NOT

SUSCEPTIBLE TO FROST

HEAVE AT SOUTH RIM

(M

IN

8"

5'-8" MAX

SEE PLAN 2"

SLAB-ON-GRADE

REF PLAN

S

O U

T H

R

IM

O N

L Y

1. ADHESIVE SHALL BE PER SPECIFICATIONS.

2. EMBEDMENT LENGTHS SHOWN ARE MINIMUM, SEE PLANS FOR EXCEPTIONS.

FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR INSTALLATION.

3. DO NOT USE ADHESIVE ANCHORS FOR UPWARDLY INCLINED APPLICATIONS.

4. EMBED LENGTHS SHOWN REFLECT CRACKED CONCRETE, SEISMIC LOADING

CONDITIONS USING HIT-HY 200 ADHESIVE. FOR ADHESIVE WITH A LOWER BOND

STRENGTH, CONSULT CONTRACTING OFFICER FOR ALTERNATE EMBEDMENT.

5. FOR ANCHORS WITHIN 1.5L OF EDGE, CONSULT CONTRACTING OFFICER.

ADHESIVE ANCHOR SCHEDULE

REINFORCING BARS ANCHOR BOLTS/RODS

BAR SIZE EMBEDMENT LENGTH (L) DIA (IN) EMBEDMENT LENGTH (L)

#3 4" 3/8" 5"

#4 5" 1/2" 6"

#5 6" 5/8" 7"

#6 7" 3/4" 8"

#7 8" 7/8" 9"

#8 9" 1" 10"

REBAR

ANCHOR

BOLT/ROD

L L

RE-ENTRANT CORNER DISCONTINUOUS JOINT INTERSECTION

2-#5x4'-0"

SJ OR CLJ

2-#5x4'-0"

SJ OR

CLJ

3"

3"

NOTES:

1. LOCATE ALL ADDITIONAL REINFORCING BELOW MAIN REINFORCEMENT.

ADD'L #4X3'-0" EACH

SIDE BELOW PLATE

SEE PLAN FOR SLAB

THICKNESS AND REINF

3/4" DIAM HDG EYE BOLT CAPABLE

OF 5,000 LB SERVICE LOAD

PL 3/8X3X0'-3" W/ DOUBLE NUT

M

IN

M A

X

M

IN

ATTACH SST PLATE, 2,500 LB MAX

LOAD ADJACENT TO EYE BOLT.

SUBMIT DETAILS OF PLATE AND

ATTACHMENT TO CONTRACTION

OFFICER FOR APPROVAL.

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

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S502

GRAND CANYON NATIONAL PARK

190083

STRUCTURAL STANDARD

DETAILS 2

T. HAMLIN

B. SATPATHY

04/22/2022

H. ISUFAJ

14456600-

NO SCALE00-S502

1 SHALLOW EQUIPMENT PAD

NO SCALE00-S502

2 TALL EQUIPMENT PAD

NO SCALE00-S502

3 TYPICAL SUMP GREATER THAN 12-INCH DEEP

NO SCALE00-S502

4 TYPICAL SUMP 12" DEEP OR LESS

NO SCALE00-S502

5 STOOP DETAIL

NO SCALE00-S502

6 ADHESIVE ANCHOR

NO SCALE00-S502

7 ADDITIONAL SLAB REINFORCING

NO SCALE00-S502

8 EYE BOLT IN CONCRETE TYPICAL DETAIL

OF23 737 741

SPREAD FOOTING SCHEDULE (FOR SOUTH RIM WTP ONLY)

MARK FOOTING SIZE (FT)

W L T TOP BARS

REMARKS

4'-0" 4'-0" -

#5@6" EACH WAY

FOOTING REINFORCING

BOTTOM BARS

#5@6" EACH WAYF40

F65 6'-6" 6'-6" 1'-8" #5@6" EACH WAY #5@6" EACH WAY

1'-8"

5'-0" 5'-0" #5@6" EACH WAY #5@6" EACH WAYF50 1'-8"

T

L

W

CL

CL

SECTION

PLAN VIEW

TOP OF FTNG =7045.67'

SEE TYP COLUMN

ISOLATION JOINT

CENTER FOOTING ON

COLUMN CENTERLINES

UNLESS NOTED

OTHERWISE ON PLAN

AT SOUTH RIM ONLY

TYPICAL BEAM ELEVATION

"t" BAR

2"

L1 - MEMBER SPAN

2" "b" BAR"B" BAR

STIRRUPS - REF. SCHEDULE

WORK SPACING FROM

BOTH ENDS OF BM.

"T" BAR

90° HOOKS

L2

NOTES:

1. WORK THIS SHEET WITH APPLICABLE BEAM SCHEDULE.

2. FOR BAR PLACEMENT DESCRIPTIONS GIVEN ON THE PLANS, THE LEFT AND RIGHT ENDS OF MEMBERS ARE

ORIENTED RELATIVE TO THE WAY THE MEMBER MARK IS READ ON THE PLANS.

3. ALL BAR TYPES INDICATED WITH A "T" PREFIX ARE TOP BARS AND SHALL BE PLACED IN THE UPPERMOST

PORTION OF THE MEMBER DEPTH.

4. ALL BAR TYPES INDICATED WITH A "B" PREFIX ARE BOTTOM BARS AND SHALL BE PLACED IN THE LOWER MOST

PORTION OF THE MEMBER DEPTH.

5. ALL END HOOKS SHALL BE STANDARD 90 DEG. HOOKS IN ACCORDANCE WITH ACI 318. WHERE 90 DEGREE HOOK

WOULD EXCEED MEMBER DEPTH, 180 DEG. HOOKS MAY BE USED.

6. STIRRUPS SHALL BE SPACED AS INDICATED IN THE CONCRETE BEAM SCHEDULE. SPACING SHALL BEGIN 2" FROM

THE FACE OF EACH SUPPORT, WORKING FROM EACH END TOWARDS THE CENTER.

7. BEAM DEPTH "D" INDICATED IN THE SCHEDULE IS THE MINIMUM REQUIRED. WHERE FLOOR DROPS OCCUR, SOFFITS OF BEAMS SHALL BE DROPPED TO MAINTAIN THIS MINIMUM DEPTH. TO DETAIL STIRRUPS, USE "D"

DIMENSION.

8. LAP SPLICE TOP BARS MIDWAY BETWEEN SUPPORTS.

9. LAP SPLICE BOTTOM AND SIDE BARS AT SUPPORTS.

10. SEE DESIGN DRAWINGS FOR ADDITIONAL NOTES.

TYPICAL BEAM SECTION @ SLAB

2nd LAYER BARS

#5 @ 12" MAX

MIDDLE BARS

OR 1-1/2 BAR DIA

GREATER THAN 2"

WHERE MULTIPLE LAYERS ARE SPECIFIED (TOP OR BOT

REINF) PROVIDE 1" MIN CLR AND PLACE UPPER LEVEL BARS

DIRECTLY OVER LOWER LEVEL AS SHOWN UNO (PROVIDE #8

SPACER)

SLAB REINF PER PLAN

/2

" PER PLAN

2"

"T" BAR

"B" BAR

"t" BAR

"b" BAR

#6@12"

EW T&B

18" AT GENERATOR PAD

8" EVERYWHERE ELSE

S

R O

N L Y

M

IN

1'-8"

MIN TYP

ALL SIDES (MIN)

1'-0" LARGER THAN EQUIPMENT

C

LR

T

P

1 1 /2

CONDUIT OPENING AS

REQUIRED BY

EQUIPMENT

2 - #6 x 2'-0" T&B, TYP

REINF PER SECTION

PLAN: CONDUIT OPENING

(WHERE OCCURS)

SECTION

#6 CONT AT MID-

HEIGHT OF

TURNDOWN, TYP

#6@12", TYP

(2) #6 CONT, TYP

COMPACTED FILL,

GRANULAR FILL NOT

SUSCEPTIBLE TO FROST

HEAVE AT SOUTH RIM WTP

1'-6"

PLAN AT INTERIOR COLUMN

PLAN AT EXTERIOR

COLUMN OR PILASTER

FOR STEEL COLUMNS,

BLOCKOUT SHALL BE LARGE

ENOUGH SO FILL-IN

CONCRETE COMPLETELY

COVERS BASE PLATE

ISOLATION JOINTS

FILL IN WITH CONCRETE

AFTER COLUMNS, WALLS

AND SLABS ARE

CONSTRUCTED

C.J.

I.J

C.J.C.J.

C .J

C

.J

I.J.

I.J .I.J.

I.J.

I.J

3" M

IN

(2)-#3 U-TIES W/

2" CLEAR TO

TOP OF SLAB

(4) - #4 ADD'L CORNER BARS

(2) - #4 ADD'L

CORNER BARS

ISOLATION

JOINTS

3" TYP

(1) - #3 U-TIE W/ 2"

CLEAR TO TOP OF

SLAB

3'-0" MIN UNO BETWEEN

LAPS SPLICE OF ADJACENT

REBARS ALTERNATE AS SHOWN

NOTE:

1. APPLIES TO SLABS AND WALLS (BOTH HORIZONTAL AND

VERTICAL) LIQUID-CONTAINING STRUCTURES ONLY.

T Y

P

(PER SCHEDULE)

LAP

3/4" ENCASED PIPE

IN CONCRETE, REF

PLAN FOR LOCATION AND

PROCESSED DRAWINGS

FOR ADD'L INFO

3'-0"

NOTE #1

PENETRATIONS THRU BEAM ARE NOT PERMITTED IN

THESE AREAS.

NOTE #2

VERTICAL BEAM PENETRATIONS ARE NOT

PERMITTED.

ADD STIRRUPS SHOWN @ EA

PENETRATION, TYP

REINFORCING,

SEE DETAILS

SLEEVE FOR PIPING

OR CONDUIT, SEE

MECHL, PIPING,

PROCESSING AND

ELECT DWGS FOR

SIZE & LOCATION

2" 2"

N O

T E

"d

"d

N O

T E

"d

3 S E

E D

E T

A

IL

S O

R S

C H

E D

U L E

"d

3 X "D" MIN "D"

'Ld'

PROVIDE 90

DEGREE

STD HOOK FOR

DISCONTINUOUS

BARS TYP

PER SCHED.

LAP SPLICE

NOTE:

1. FOR FTG EL, DEPTH AND REINF,

SEE PLANS AND TYP FTG DET.

FOOTING REINF

WHERE OCCURS

CONCRETE FOOTING

FOOTING REINF

SPLICE

LAP

"D"

SPLICE

LAP

TOF EL

SEE PLANS

"D

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

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M

S503

GRAND CANYON NATIONAL PARK

190083

STRUCTURAL STANDARD

DETAILS 3

T. HAMLIN

B. SATPATHY

04/22/2022

H. ISUFAJ

14456600-

NO SCALE00-S503

1 SPREAD FOOTING SCHEDULE

NO SCALE00-S503

2 CONCRETE BEAM DETAILS

NO SCALE00-S503

3 SITE PAD DETAIL

NO SCALE00-S503

TYPICAL SLAB ON GRADE REINFORCING

DETAILS4

NO SCALE00-S503

REINFORCING SPLICE - NOT AT

CONSTRUCTION JOINT6

NO SCALE00-S503

ENCASED PIPE IN CONCRETE7

NO SCALE00-S503

TYPICAL CONCRETE PIPING AND

CONDUIT THRU GRADE BEAM DETAIL8

NO SCALE00-S503

TYPICAL CONCRETE GRADE BEAM STEP

ELEVATION DETAIL5

NO SCALE00-S503

TYPICAL STEP FOOTING9

24 737 741

8" BLOCK 12" BLOCK

19"

25"

31"

MASONRY LAP SPLICE LENGTHS : f'm=1500 psi, fy=60000 psi

#3

#4

#5

57"#6

BAR

SIZE

19"

31"

48"

BAR @ CL BAR @ EDGE

19"

25"

31"

52"

19"

28"

43"

BAR @ CL BAR @ EDGE

WHEN REQD SPLICE LENGTH EXCEEDS 4'-0" USE HIGH LIFT

GROUTING WITH NO SPLICES OR USE MECHANICAL

TENSION SPLICES WITH LOW LIFT GROUTING.

CORNER INTERSECTION

LAP LENGTH

ONE CORNER BAR SAME

SIZE AS BOND BEAM BARS

CORNER VERTS

(WHEN SCHEDULED)

CORNER

VERT

L A

P L

E N

G T

H

STD 90° HOOK, TYP

TERMINATE INTERMEDIATE

HORIZ REINF AT ALL MCJ'S

SPECIFIED

INTERSECTION

VERTS, SEE

SCHEDULE

JAMB OR END OF WALL MASONRY CONTROL JOINT (MCJ)

BOND BEAM

REINFORCING SHOWN

JAMB VERTS,

SEE SCHEDULE

PROVIDE #3 HAIRPINS

AT HORIZ REINF

ELEVATIONS

PROVIDE #3 HAIRPINS AT

HORIZ REINF ELEVATIONS

MCJ FULL HEIGHT

HORIZ REBAR DISCONTINUOUS AT MCJ

AND ALL OTHER REINFORCED ELEMENTS

SUCH AS LINTELS AND INTERMEDIATE

BOND BEAMS (NOT SHOWN) AND

CONTINUOUS THROUGH MCJ AT ROOF

LEVEL BOND BEAM (NOT SHOWN)

L A

P L

E N

G T

H

MCJ VERTS, SEE

SCHEDULE

VERTS (WHEN SCHEDULED)

RAKE OUT MORTAR AND APPLY

SEALANT, TYP EA FACE, UNO

NOTES:

1. FOR REINFORCING, SEE CMU WALL REINFORCING SHEDULE.

2. INDICATES LOCATION OF VERTICAL BARS AT CENTERLINE OF WALL, UNO IN

SCHEDULE.

3. EXTEND MCJ FULL HEIGHT OF MASONRY WALL EXCEPT AT TOP OF WALL BOND

BEAM..

4. LIMIT DISTANCE BETWEEN MCJ TO MAX 30'-0". SEE DRAWINGS FOR LOCATIONS.

5. HORIZONTAL JOINT REINFORCING NOT SHOWN.

6. MODIFY BAR CONFIGURATION SHOWN AS REQUIRED WHERE TWO VERTICAL

REINFORCING BARS ARE SHOWN ON THE SCHEDULE.

REINFORCING LOCATION

VERTICAL BARS

JAMBS/ENDS/MCJ

CORNERS / INTERSECTIONS

12" WALL THK

#6@24" OC DOUBLE CENTERED

(2) #6, SEE DETAIL 2/00-S504

(2) #6, SEE DETAIL 2/00-S504

TOP OF WALL BOND BEAMS

INTERMEDIATE BOND BEAMS

HORIZ JOINT REINF

BELOW OPENINGS

LINTELS

(2) #5@48"

9 GAGE WIRE, TRUSS TYPE JOINT REINF

@ 16" OC BETWEEN BOND BEAMS

TYP, SEE DETAIL 1 THIS SHEET

SEE CMU REINFORCEMENT ELEVATION

ON DETAIL 1 THIS SHEET

NOTES:

1. PROVIDE THE ABOVE SCHEDULED MINIMUM WALL REINFORCING IN ALL CMU, UNO. SEE

CMU WALL REINFORCEMENT DETAIL.

2. GROUT WALLS SOLID FULL-HEIGHT.

3. MAINTAIN MINIMUM 3" X 3" CONTINUOUS VERTICAL CELL AT EACH REBAR. PLACE WALLS

TO MAXIMUM 4'-0" HEIGHT BEFORE GROUTING.

4. PROVIDE WIRE REBAR POSITIONERS TO HOLD BARS IN PLACE.

5. STOP GROUT POUR 1/2" BELOW TOP OF COURSE AT EACH GROUT LIFT.

E Q

E Q

SINGLE CENTERED

SEE NOTE 4

TYPE

VERTS

HORIZ

DOUBLE CENTERED

SEE NOTE 4

/4

C L R

/4

(2) #5, SEE 1/00-S504

8" WALL THK

#6@16" OC SINGLE CENTERED

(1) #6, SEE DETAIL 2/00-S504

(1) #6, SEE DETAIL 2/00-S504

GIRDER/BEAM BEARING

LOCATIONS

(4) CONSECUTIVE CELLS

W/ (2) #6

(4) CONSECUTIVE CELLS

W/ (1) #6

ML-1

LINTEL REINFORCEMENT SCHEDULE

MARK

ML-2

ML-3

0'-8" THRU 2'-0"

"W"

(2) #5

24"

"R" "L"

8"

"H" STIRRUPS

REMARKS

(2) #5 24" 16"

2'-1" THRU 3'-4"

3'-5" THRU 6'-8" (2) #5

24"

24" -

A N

D G

R O

U T

S O

L

ID

"H

F

IL

L H

E A

D J

O

IN

T S

O P

E N

IN

G"R"

TYPICAL WALL

REINFORCING BARS

TOP LINTEL BARS

WHEN SCHEDULED

STIRRUPS (WHEN

SCHEDULED) WITH

180° HOOK EA END

SEE PLAN

BOND BEAM, SEE SCHEDULE

FOR TYP BAR SIZE,

QUANTITY, AND SPACING

T Y

P

"H

TYP

"L" "W"LINTEL AT OPENING

GROUT LINTEL, TYP

SEE SCHEDULE AND NOTE 2

TYP

"L"

TERMINATE BOND BEAM AT OPENINGS

SEE DRAWINGS FOR TYP VERT

REINF BARS SIZE AND SPACING

TERMINATE BOND BEAM AND JOINT REINF

EACH SIDE OF MCJ EXCEPT AS NOTED

CONTINUE BOND BEAM

REINF THROUGH MCJ AT

TOP OF WALL AND

INTERMEDIATE

FRAMING/ FLOORS

"R"

"R"

SEE TYPICAL DETAIL FOR VERT

REINF AT JAMB OF OPENINGS

DOWELS IN FOUNDATION

W/ STD HOOKS AT ALL

VERTICAL BARS, SEE NOTE 4

O P

E N

IN

G

F O

U N

D A

T

IO

N M

A S

O N

R Y

B L O

C K

W A

L L

L A

P

WALL ELEVATION

NOTES:

1. ONLY LINTEL GROUT IS SHOWN TO REPRESENT EXTENT OF LINTELS. GROUT WALLS SOLID FULL-

HEIGHT. SEE CMU WALL REINFORCING SCHEDULE.

2. WHERE OTHER DRAWING DETAILS INDICATE SOLID MASONRY SILL, PLACE BOND BEAM REINF IN

FIRST COURSE BELOW SOLID CMU.

3. PROVIDE BOND BEAM AT ALL ELEVATED FLOORS WITH SAME REINFORCING AS TOP OF WALL, UNO.

4. STRAIGHT BARS EMBEDDED ONE CONCRETE LAP LENGTH INTO CONC FOUNDATION MAY BE USED AT

CONTRACTOR'S OPTION.

5. LINTEL REINFORCING AND BARS PASSING THROUGH "H" SHALL NOT BE SPLICED.

6. SHORE LINTEL MINIMUM 7 DAYS AFTER GROUTING OR UNTIL GROUT ATTAINS FULL DESIGN

STRENGTH.

NOTES:

1. OPENINGS 1'-4" OR LESS WIDE MAY OCCUR WITHOUT LINTEL

REINFORCING AS LONG AS NO REINFORCINGS IS INTERUPTED.

2. ML-1 TO BE USED ONLY AT NON-LOAD BEARING SITUATIONS.

3. WHERE LINTEL TYPES ARE NOT SHOWN, PROVIDELINTELS

FROM THE ABOVE SCHEDULE BASED ON THICKNESS OF WALL

AND MAX CLEAR OPENING WIDTH.

ML-4 32" -6'-9" THRU 10'-0" (2) #6 32" -

ML-5 40" "R" BARS ARE T&B10'-1" THRU 12'-0" (2) #7 32" #3@8"

MCJ

TOP OF WALL BOND BEAM, SEE

DRAWINGS FOR BAR SIZE AND QUANTITY

M

IN

ANCHOR BOLT SEE PLANS

FOR SIZE AND LOCATION

"D"

OPENING DIAMETER

= "D"+3"

EMBEDMENT AS NOTED

4 1/2" MIN

MASONRY WALL

MIN 1" CLEAR

SET ANCHOR BOLTS WITH TEMPLATE.

CUT BLOCK WEB AS REQUIRED TO ALLOW PLACEMENT

OF ANCHOR BOLT TO PORVIDE 1'' CLEAR ANNULAR

SPACE AROUND THE ANCHOR BOLT.

NOTES:

1.

2.

FOR LINTEL REINF

SEE 1/00-S504

3/4" DIA x 5" EMBED

ANCHORS @ 16" O.C.

SEE 6/00-S504

DOOR OR WINDOW

FRAME,

SEE ARCH'L DWGS

FOR ADD'L INFO

SEE ARCH'L

DWGS

L8x8x1/2 LEDGER

ANGLE. LENGTH TO

BE OPENING WIDTH,

"W", MINUS 1 INCH

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

B

IM

/1

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S

G ra n d C a n y o n S o u th

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/1

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S

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/2

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:3

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M

S504

GRAND CANYON NATIONAL PARK

190083

STRUCTURAL STANDARD

DETAILS 4

T. HAMLIN

B. SATPATHY

04/22/2022

H. ISUFAJ

14456600-

NO SCALE00-S504

4 CMU REINFORCING LAP SCHEDULE

NO SCALE00-S504

2 CMU WALL REINFORCING

NO SCALE00-S504

3 CMU REINFORCING SCHEDULE

NO SCALE00-S504

1 CMU REINFORCING SEISMIC DESIGN CATEGORY "C" AND LOWER

NO SCALE00-S504

6 ANCHOR BOLT IN MASONRY

NO SCALE00-S504

5 VENEER LINTEL SUPPORT

25 737 741

A A

SECTION A-A

EMBED PL5/8 x WALL WIDTH MINUS 1/2 INCH x 1'-1 W/ (2)-3/4" DIA x 9" HEADED STUDS. SHIM BEAM AS REQ'D w/ STEEL

SHIMS TO MATCH BEAM WIDTH.

(4) - 3/4" DIA THREADED

STUDS W/ WASHER AND

NUT IN LONG SLOTED

HOLES IN BEAM FLANGE

1 1/2"

GIRDER BEARING

REINF, SEE DETAIL

3 3/4"5 1/2"

SEE PLAN

TOS

3/00-S504

G A

G E

B E

A M

#3 HAIRPIN X 4'-0" AS SHOWN IN

JAMB CONDITION ON 2/00-S504

AT BEAM BEARING ELEVATION

2 1/2" 8"

2 1/2"

E Q

E Q

GROUT BEAM POCKET

SOLID AFTER SPECIAL

INSPECTION, TYP.

REF DETAIL

FOR INFO NOT

REPEATED

2/00-S505

4'-0" MIN

DO NOT BEND BARS AT

BEAMS ALONG GRID 2.8.

BARS NOT REQ'D AT GRID 1

BETWEEN GRIDS C AND C.8.

1. COORDINATE CMU WALL LOCATIONS WITH

ARCHITECTURAL DRAWINGS AND PROVIDE

THICKENED SLAB WHERE REQUIRED WHETHER

SHOWN ON STRUCTURAL DRAWINGS OR NOT.

3 - #5 CONT

POUR THICKENED SLAB

CONT UNDER NON-LOAD

BEARING CMU WALLS, UNO.

NOTE :

#4 @ 8" OC

2'-6"

1'-0"

#4 DOWEL W/ STD HOOK

TO MATCH VERTICAL WALL

REINF LOCATIONS

A A

SECTION A-A

EMBED PL5/8 x WALL WIDTH MINUS 2 INCH x 1'-4" W/ (2)-3/4" DIA x 12" HEADED STUSD.

SHIM BEAM AS REQ'D w/ STEEL SHIMS TO

MATCH BEAM WIDTH. GREASE BEARINGS.

(2)-3/4" DIA THREADED RODS W/

WASHER AND NUT IN LONG

SLOTTED HOLES IN BEAM FLANGE

LOCATE AT 5 1/2 GAGE, CENTERED

ON PLATE

SEE PLAN

TOS

STEEL GIRDER, SEE PLAN

1"

G A

G E

B M

GIRDER BEARING REINF,

SEE DETAIL

3"

EQEQ

1"

1/4" END

PLATE

3/00-S504

GROUT BEAM POCKET

SOLID AFTER SPECIAL

INSPECTION, TYP.

BOND BREAKER AT

BEARING ENDS

A A

SECTION A-A

EMBED PL5/8 x 14 x 1'-2 W/ (4)-3/4" DIA x 9" HEADED STUDS. SHIM BEAM AS REQ'D w/

STEEL SHIMS TO MATCH BEAM WIDTH.

(4)-3/4" DIA

THREADED STUDS W/

WASHER AND NUT

1"

REINF MASONRY COLUMN WITH

(4)-#6 VERT W/ #3@8" OC. CLOSED TIES

SEE PLAN

TOS

(HSA)

3" TYP

/2

/4

BM GAGE

5 1/2"

(4)-#3 CLOSED TIES WITHIN TOP 12" OF

COLUMN, ENCLOSING ANCHORS AND

REINFORCING

CMU WALL BOND

BEAM REINF

STEEL GIRDER,

SEE PLAN

STEEL GIRDER,

SEE PLAN

PLAN VIEW

#3 HAIRPIN X 4'-0" AS

SHOWN IN JAMB

CONDITION ON

2/00-S504 AT BEAM

BEARING ELEVATION

1'-2"

GROUT BEAM POCKET

SOLID AFTER SPECIAL

INSPECTION, TYP.

4/00-S504

LAP PER

2-12

TYP TO WEB

SECTION B-B

(2)-3/4" DIA.

A706 BARS

5'-0" MIN

B

B

/2

M

IN

3" MAX

GRID

D O

U B

L E

S T

U D

D O

U B

L E

S T

U D

H S

S C

O L U

M N

P E

R P

L A

N

D O

U B

L E

S T

U D

D O

U B

L E

S T

U D

H S

S C

O L U

M N

P E

R P

L A

N

WHERE REQUIRED ANCHOR

STUD TO FACE OF TUBE W/

5/32⌀ SHOT ANCHORS

WINDOW OPENING

4'-0" OR SMALLER

2 STUDS SANDWICH EACH

AWNING FRAMING STRU

TYPICAL

#10 @ 16" EA EDGE

(1" MIN STAGGERED)

#10 EA SIDE

ANCHOR @ 16" W/ 5/32⌀ x 1 1/4" SHOT ANCHORS THRU PL 2x2x16 GA

& BOT TRACK

600S162-43 GA @ 16" MAX4

/0

-S

S P

L

IC

E R

E F

DOWELS TO MATCH

CMU WALL REINF

3/00-S504

BEAM BEARING

REINF, SEE DETAIL

9/01-S503

CONC BEAM

REF TO DETAIL

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

B

IM

/1

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S

G ra n d C a n y o n S o u th

R im

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P

M

S505

GRAND CANYON NATIONAL PARK

190083

STRUCTURAL STANDARD

DETAILS 5

T. HAMLIN

B. SATPATHY

04/22/2022

H. ISUFAJ

14456600-

NO SCALE00-S505

1 STEEL BEAM BEARING PARALLEL TO CMU WALL DETAIL

NO SCALE00-S505

3 THICKENED SLAB UNDER NON-LOAD BEARING CMU WALL

NO SCALE00-S505

4 STEEL GIRDER BEARING PERPENDICULAR TO CMU WALL DETAIL

NO SCALE00-S505

2 STEEL GIRDER BEARING ON PILASTER DETAIL

NO SCALE00-S505

5 TYPICAL WALL FRAMING AT ONE-STORY EXTERIOR WALLS

NO SCALE00-S505

6 CONCRETE BEAM TO CMU WALL BEARING

26 737 741

1/4" MAX

/8

"T

1/4" CLR

1 3/4" MIN

5"

L3x2x1/4 LEDGER ANGLE

LLV MATERIAL TO

MATCH GRATING

1 - 5/8" DIA POST-INSTALLED

ANCHOR W/ 5" MIN EMBED

@ 24" OC MAX

6" MAX FROM EA END

GRATING - SEE

PLAN FOR DETAILS

1/2" DIA x 5" LONG HEADED

ANCHOR OR STRAP PLATE @ 18"

OC MAX MATERIAL TO MATCH

GRATING WELD TO ANGLE

ANGLE DEPTH AS REQD

FOR TOP OF GRATING

TO MATCH TOP OF

ADJACENT CONCRETE

NEW CONCRETE

CONT 1/4" THICK

ANGLE MATERIAL TO

MATCH GRATING

ONLY TO BE USED AT CONT WALL ABOVE GRATING

OR AT PRE-EXISTING CONCRETE CONSTRUCTION

NOTES:

1. GRATING SIZE PER CONTRACT DOCUMENTS.

2. ALL ENDS AND OPENINGS SHALL BE BANDED,

SEE SPECIFICATION.

3. ATTACH GRATING TO ALL SUPPORT ANGLES

WITH BOLTED CLIPS, SPACED AT 2'-0" MAX

CENTERS.

4. PROVIDE DISSIMILAR MATERIAL PROTECTION

FOR ALUMINUM IN CONTACT WITH

CONCRETE PER SPECIFICATION.

1 5/8"

1/4"

1/4"

/8

/8

"N

S T

U D

S R

O W

S

O C

"D /2

1" ±3/4"

2"

2"

/4

/4

A N

G L

E

L E

N G

T H

"D

M

IN

WELD PL 5/8 x 14 x

VARIES

3 STUDS PER

ROW TYP @

4" OC MIN

NOTES:

1. ALL STUDS SHALL BE 5/8" DIA x 0'-8" FINAL LENGTH

HEADED STUDS.

2. PROVIDE MINIMUM WELD PLATE CONNECTIONS AS

INDICATED IN ABOVE SCHEDULE TYPICAL. WHERE

STUD ROWS NOTED IN PARENTHESES FOLLOWED

BY ANGLE LENGTH ARE INDICATED, I.E.

PROVIDE NUMBER OF ROWS

AND ANGLE LENGTH AS INDICATED.

3. CONNECTION INDICATED THUS ON PLAN.

MIN. WELD PLATE SCHEDULE

NOM. BM.

DEPTH "D"

ANGLE

LENGTH

NO. STUD

ROWS "N"

8, 10, 12

14, 16, 18

21, 24

27, 30

33, 36

5 1/2"

8 1/2"

11 1/2"

1'-2 1/2"

1'-5 1/2"

(5)-17 1/2"

FACE OF CONC

TOS

(2)-7/8" DIA BOLTS

IN LONG SLOT

HOLES

3 STUDS

EXTRA TYP

@ 4" OC MIN

1/4

1/2"

RETURN

ERECTION ANGLE

2-L5x3 1/2x5/16

PLAN

SECTION

PLAN

MIN SIZE

FOR PLATE

PER AISC

W OR HSS

COLUMN

ANCHOR

BOLT

4 1/2" @ W14 3 1/2" @ W12 2 1/2" @ W10 2" @ W8

BASE PLATE

(B x N x T)

MIN SIZE

FOR PLATE

BASE

PLATE

(B x N x T)

/2

W

/2

W

/2

W

/2

W

(4)- 1" DIA ANCHOR RODS

W/PL 3/8x3x3 WASHERS

W/STD HOLES

5/16

MIN

HEAVY

HEX NUT

BASE

PLATE

PLATE

WASHER

HOLE SIZES:

5/16" + AB DIA IF < 1"

1/2" + AB DIA IF > 1"

5/16

MIN

TYP

CL

C L

G R

O U

T

/2

M A

X

"T

"N"

"B

3 1/2"

/2

4-ANCHOR BOLTS

W/PL 3/8x3x3 WASHERS

W/STD HOLES

"B

"N"

T Y

P

TYP

2"

TYP EA SIDE

4" MIN

CL

C L H e f

BASE PLATE SCHEDULE

BASE PLATE SIZE ANCHOR RODS

MARK N B T NUMBER DIAMETER

EMBED

LENGTH

COLUMN

SIZE

NOTE:

1. BASE PLATE HOLE SHALL BE ANCHOR ROD DIAMETER PLUS 1/2 INCH

MAXIMUM (OVERSIZED HOLE).

2. BOTTOM OF ANCHOR ROD SHALL HAVE A BOLT HEAD OR DOUBLE NUTS.

3. PROVIDE 3/8X3X0'-3" WASHER AT 1 1/8 INCH DIAMETER RODS .

BP1 15" 1" 4 3/4"1'-0" W14X90 15"

BP2 20" 1" 4 1 1/4"1'-6" HSS12X12 20"

5" MIN EMBEDMENT

DECK BRG EL

SEE PLANS

METAL DECK

SPACE AS REQD

FOR DIAPHRAGM

OR 1'-0" OC MAX

5/8

GROUT CELLS MIN OF 6"

AROUND EXP BOLTS

L 3x3x1/4xCONT W/3/4" DIA

EXP BOLTS @ 2'-0" OC

BOND BEAM

MASONRY WALL

M

IN

/2

/2

BEAM SIZE SHEAR

PLATE SIZE

FILLET WELD

"A"

7/8" DIAMETER F1852 BOLTS SINGLE PLATE

SHEAR CONNECTION SCHEDULE

W8, W10 5/16" 3/16"

W12 5/16" 3/16"

W21, 24

W27

NOTES:

1. ALL BOLTS SHALL BE F1852 AND FULLY TIGHTENED

TWIST-OFF TYPE TENSION CONTROL BOLTS.

2. USE AISC STANDARD HOLES OR HORIZONTAL

SHORT SLOTTED HOLES IN SHEAR PLATE.

HARDENED WASHERS ARE REQUIRED WITH

SLOTTED HOLES.

PLATE SIZE

SEE SCH

HSS COLUMN

3" MAX 1 3/4" MIN

STEEL BEAM

TYPICAL CONDITION AT WF COLUMNS

C L C

O L

WELD 'A'

REF SCHED

SEE SCHEDULE

FOR QUANTITY

& SIZE OF

BOLTS, TYP

MIN WELD

SHEAR PLATE

1 3/4" MIN

M

IN

O

C

B O

L T

S

/2

M

IN

/2

5/167/16"

T Y

P U

N O

R

O O

F

WELD 'A'

REF SCHED

MIN WELD

C L C

O L

TYPICAL CONDITION AT HSS COLUMNS

MIN # OF

BOLTS

W14 3/8" 1/4" 3

W16 3/8" 1/4" 4

W18 7/16" 5/16" 5

7/16" 5/16"

PL 1/2 CAP AT

HSS, TYP AT

TOP OF COL

CL COL

3/16

CJP TOP & BOT FLANGE,

TYP

MIN STIFFENER

PLATE

THICKNESS =

BEAM FLANGE

THICKNESS

5/16" THICK SHEAR

PLATE W/ (2) - 7/8"

DIAM F1852 BOLTS

TYP

TYP

5/16

5/16

PJP TYP

PLAN

1 3/4" MIN

M

IN

/2

C L C

O L

3/16

CJP TOP & BOT FLANGE,

TYP

MIN STIFFENER

PLATE

THICKNESS =

BEAM FLANGE

THICKNESS

5/16" THICK SHEAR

PLATE W/ (2) - 7/8"

DIAM F1852 BOLTS

TYP

TYP

5/16

/2

3/4"

W6x25 COLUMN, TYP

W10X22 BEAM, TYP

W6x25 COLUMN, TYP

W10X22 BEAM, TYP

BASE PLATE

1/2x11x0'-11"

9"

1" NON-SHRINK

GROUT

(4) - 1/2" DIAM

ASTM F1554 GR 36

ANCHOR RODS

TYP

1"

A

D

B K

D

SINGLE NUT OR

STANDARD BOLT HEAD

THREADED ROD (AS SHOWN)

OR ALL THREADED ROD OR

BOLT (ASTM A36 OR A307)

(NOTE 1)

NOTES:

1. PROVIDE SST ANCHOR BOLTS WHERE INDICATED IN SECTIONS AND DETAILS.

2. STANDARD BOLT THREAD LENGTH MAY BE USED WHERE APPLICABLE.

3. DIMENSION IN SCHEDULE OR STANDARD BOLT HEAD.

4. PROVIDE ANCHOR BOLT DIMENSIONS PER THE ABOVE TABLE UNO.

TOB

TOC

SCHEDULE-ANCHOR BOLT TYPE A

1/2"

3/8"

3/4"

7/8"

5/8"

1 1/4"

1 1/8"

1" 2 1/4" 16"

2 3/4"

2 1/2"

20"

18"

1 1/4"

1 1/2"

1 3/4"

2"

1"

10"

12"

14"

8"

6"

D A B

4"

4 1/2"

4 1/4"

3 1/4"

3 1/2"

3 3/4"

2 3/4"

3"

K REMARKS

S E

E N

O T

E

S E

E N

O T

E

DOUBLE NUT TYP UNO

WASHER

BASE PLATE

NON-SHRINK GROUT

WILSON SLEEVE OR EQUAL

BURR LAST THREAD

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

B

IM

/1

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S506

GRAND CANYON NATIONAL PARK

190083

STRUCTURAL STANDARD

DETAILS 6

T. HAMLIN

B. SATPATHY

04/22/2022

H. ISUFAJ

14456600-

NO SCALE00-S506

2 GRATING AND SUPPORT

NO SCALE00-S506

4 BEAM TO CONCRETE WALL CONNECTION - W, C, MC SHAPES

NO SCALE00-S506

5 COLUMN BASE PLATE

NO SCALE00-S506

3 TYPICAL DECK BEARING AT CMU WALL

NO SCALE00-S506

6 TYP GRAVITY BEAM/GIRDER TO COL FLANGE CONN

NO SCALE00-S506

7 TYPICAL PIPE RACK FRAME CONNECTION

NO SCALE00-S506

1 ANCHOR BOLT

27 737 741

STEEL JOIST

NOTE:

1. PROVIDE ADDL ANGLE REINFORCEMENT WHEN CONCENTRATED

LOAD IS MORE THAN 4 INCHES FROM PANEL JOINT.

ADDL

L2x2x3/16 EA SIDE

OF STEEL JOIST TYP

CONCENTRATED LOAD @

BOT CHORD (>200 LBS)

CONCENTRATED LOAD @

TOP CHORD (>200 LBS)

13/16

TYP

NOTES:

1. USE ONLY WHERE DUCTWORK OR UTILITY ARE SHOWN BETWEEN JOISTS ON

ELECTRICAL, MECHANICAL OR PROCESS SHEETS. VERIFY LOCATION WITH

SPECIALITY CONTRACTOR. LOCATION TO BE APPROVED BY CONTRACTING OFFICER.

2. DO NOT INSTALL DUCTWORK OR UTILITIES IN TWO ADJACENT JOIST SPACES.

DIAGONAL BRIDGING

LOCATED EA SIDE OF

INTERRUPTION TYP

HORIZONTAL OR DIAGONAL

BRIDGING AS REQUIRED

DUCTWORK OR UTILITY

DECK ATTACHMENT SCHEDULE

1'-0" OC

MAX

STL ANGLE,

BENT PLATE, OR

PERIMETER

MEMBER

METAL

DECK SPAN

S P

A C

IN

G

W

W

E L D

S

.5 /4

ATTACHMENT

@ SUPPORTS

℄ OF STL JST, BM

OR DECK BRG WALL

DECK

SIDELAPS

DIAPHRAGM

PERIMETER

ATTACHMENT

@ SUPPORTS

SIDELAP FASTENER

SPACING

REMARKSTYPE

24.5/5: 7/8" DIA. ARC SPOT

WELDS AT EACH LOW FLUTE

#12 TEK SCREW

@ 12" OC

ATTACHMENT @

EDGES TO BLOCKERS,

SAME AS SUPPORT

2.0DA24.5

GRADE 40

20 GAUGE

7/8

7/8

/2

/2

/2

/2

/2

/2

BUILDING

CORNER

CONTRACTOR MAY SUBMIT ALTERNATE FASTENING SYSTEM LIKE HILTI'S POWDER

ACTUATED DECK FASTENING SYSTEM WHICH SHOULD INCLUDE CONFIRMATION FROM

THE DECK MANUFACTURER THAT THE ALTERNATE FASTENING SYSTEM HAS EQUAL OR

GREATER SHEAR AND PULLOUT CAPACITY THAN THE FASTENERS PROVIDED IN THE

DECK ATTACHMENT SCHEDULE ABOVE.

SPACE AS REQD

FOR DIAPHRAGM

OR 1'-0" OC MAX 7/8

TOS EL

SEE PLAN

METAL DECK

PL 3/8" x 6" CONTINUOUS W/

1/2"⌀x6" HEADED STUD

CENTERED AT 32" MAX

BOND BEAM SEE

MASONARY SCHEDULE

20 GAUGE FILLER PLATE BY

DECK SUPPLIER AS REQUIRED

TO ACHIEVE ATTACHMENT

#4 U- SHAPED BAR W/ 2'-0"

VERTICAL LEGS TO MATCH

THE CMU VERTICAL WALL

REINFORCING SPACING, TYP

VERIFY

ROOF OPENING

SIZE & LOCATION

L6x4x5/16

FRAME (LLH)

L4x4x5/16x0'-6" TYP

TYP

3/16

TYP

3/16

METAL

ROOF DECK

1'-8"

RL=20.0 PSF

SL=60.0 PSF AT SOUTH RIM

SL=20.0 PSF AT PHANTOM RANCH

DL=20.0 PSF

WL=+16.0 PSF

WLovh*

JOIST SPAN

EXTENS.

JOIST

WL*

2/01-S106* REFER TO

C&C WIND PRESSURES

METAL DECK

L6X4X1/4X1'-4"(LLV) @ 4'-0" OC

W/ HILTI HY 270 + THREADED

ROD A36 (2)-5/8 ⌀ X 4".

INSTALL PER MFR.

RECOMMENDATIONS

SLOPED STEEL JOIST

OR BEAM, REF PLAN

3/16

ANGLE TO JOIST

CONN TYP

L2 1/2x2 1/2x1/4 BRACE

GUSSET PLATE

1/4"X 4"X4" (MIN)

3/16

ANGLE TO

GUSSET PLATE

CONN TYP

3/16

GUSSET PATE

TO JOIST CONN

TYP

3/16

M A

X

L2 1/2x2 1/2x1/4

1/2"

BENT PLATE

1/4"X8X4X1'-4"(LLV)

SLOPED STEEL JOIST

OR BEAM, REF PLAN

1/4

3 SIDES

M

IN

BENT PLATE

1/4"X6X4X1'-4"(LLV)

BOND BEAM

EXTEND CMU TO

UNDERSIDE

OF DECK BEYOND

WALL PERPENDICULAR TO STEEL BEAM

DATE:

DESIGNED:

TECH. REVIEW:

SUB SHEET NO.

PMIS/PKG NO.

DRAWING NO.

SHEET

TITLE OF SHEET

OF

B

IM

/1

N P

S

G ra n d C a n y o n S o u th

R im

W T

P

/1

S

S

R W

T P

.r v t

/1

/2

:5

:3

P

M

S507

GRAND CANYON NATIONAL PARK

190083

STRUCTURAL STANDARD

DETAILS 7

T. HAMLIN

B. SATPATHY

04/22/2022

H. ISUFAJ

14456600-

NO SCALE00-S507

1 JOIST REINFORCEMENT AT CONCENTRATED LOAD

NO SCALE00-S507

2 INTERRUPTION OF JOIST BRIDGING

NO SCALE00-S507

4 TYPICAL ROOF DECK

NO SCALE00-S507

5 TYPICAL METAL DECK CONNECTION AT INTERIOR CMU

NO SCALE00-S507

3 ROOF DECK OPENING

NO SCALE00-S507

6 TYP STEEL JOIST EXTENSION DIAGRAM

NO SCALE00-S507

7 TYPICAL MASONRY CMU WALL RESTRAINT

28 737 741

SECTION A - A

4"

1"

P E

R M

F R

/2

1"

1" TYP

1"

NOSING DETAIL

NOSING

SEE ARCH

ABRASIVE

NOSING

AT HEAD OF

STAIRS

CONC BEAM

OR WALL

3/4" DIA SST

ADHESIVE

ANCHORS

ALUM L1 1/2x1 1/2x1/4

WELDED TO STRINGER TYP

FULL PENETRATION WELD AT

ALL BENDS IN STRINGERS TYP

STEEL BEAM, SEE PLANALUM BOLTS TYP

ALUM GRATING TREAD

W/ NON-SLIP NOSING

TYP, UNO (NOTE 7)

STAIR STRINGER TYP

(ALUM C12x8.64 MIN)

HANDRAIL

POST TYP

3/16

ALUM L4x4x1/4

ALUM CLOSURE PLATE

@ END OF STRINGER

3/4" DIA SST MECHANICAL

TYPE ANCHOR

PROVIDE ALUM L2 1/2x2 1/2x1/4

DIAGONAL BRACING BETWEEN

BOT FLANGES OF ALUM

STRINGERS BETWEEN EACH

STRINGER SPAN

A

A

3/16

ALUM 1/4" PLATE

W/ 1-3/4" DIA SST

WEDGE TYPE ANCHOR

3/16 EE ALUM L4x4x1/4

(REQD ONLY AT

ELEVATED SLABS)

ALUM L4x4x3/8ALUM PL 3/8x4 TYP

(NOTE 7)

1" NON-SHRINK GROUT

1" NON-SHRINK

GROUT

ALUMINUM…